Structure including non-structural joint

ABSTRACT

An assembly includes a first block including a first end; and a second block assembled with the first block at a same height as the first block, the second block including a second end facing the first end of the first block. The first block and the second block are connected to the assembly such that there is no structural connection between the second end of the second block facing the first end of the first block.

CROSS-REFERENCE TO RELATED APPLICATIONS

This application is a continuation of U.S. application Ser. No. 14/313,207, filed Jun. 24, 2014, which is a continuation-in-part application of U.S. application Ser. No. 14/106,422, filed Dec. 13, 2013, and claims priority to U.S. Application No. 61/868,901, filed on Aug. 22, 2013, the entire content of each of which is incorporated in the present document by reference.

This application incorporates by reference the entire content of U.S. Application No. 61/806,541, filed on Mar. 29, 2013, and U.S. Application No. 61/760,924 filed on Feb. 5, 2013.

BACKGROUND

The present application relates to the field of towers. More specifically, the present application relates to towers and methodologies for tower assembly, such as may be provided involving precast concrete and used in conjunction with dynamic structures such as wind-driven power generators or windmills.

U.S. Pat. No. 7,160,085 by de Roest describes a wind turbine mast composed of prefabricated wall parts which form an annular section. de Roest describes placing three or more segments side by side to form a polygonal ring. de Roest's purpose is to provide a tower than can resist great forces in both horizontal and vertical directions, while being easy and rapid to build. However, de Roest describes using at least three segments side by side to form each level, requiring for each level of the mast at least three joining operations between the side panels, together with at least three joining operations with panels from a level below and a level above. In other words, de Roest requires at least 9 connections be implemented for each mast level. These connections are potential failure points, and require additional time for assembly. de Roest's use of side by side elements requires oblique connections between side by side elements to provide structural integrity.

U.S. Pat. No. 7,739,843 by Cortina-Cordero describes a structure comprising three rounded walls and three flat walls assembled by using tensioning cables which run horizontally through ducts to connect the rounded walls and the flat walls into a monolithic structure. Cortina-Cordero describes assembly steps which include running tensioning cables through ducts in the walls, and an additional step of pouring concrete into each duct. To avoid dimension limitations on the wall elements Cortina-Cordero describes the forming and pouring of all concrete segments as done on site.

U.S. Patent Publication No. 2010/0135821 by Bagepalli et al. describes a tower with longitudinal elements having non-circular cross-sections. Bagepalli's purpose is to expand the cross-section footprint within the constraints of a square box, the size of which is set by transportation modes. Bagepalli describes monolithic elements, each of which must fit within the transport box. In other words, Bagepalli is limited to a maximum monolithic element size. At least one lower axial tower section and one upper axial section are formed of substantially monolithic tubular sections—attempts to expand circumference within a square box that will be shipped.

SUMMARY

In one embodiment, the invention includes an assembly including a first block including a first end; and a second block assembled with the first block at a same height as the first block, the second block including a second end facing the first end of the first block. The first block and the second block are connected to the assembly such that there is no structural connection between the second end of the second block facing the first end of the first block.

BRIEF DESCRIPTION OF THE DRAWINGS

The characteristics and advantages of an exemplary embodiment are set out in more detail in the following description, made with reference to the accompanying drawings.

FIG. 1 depicts a cross-sectional view of a first exemplary embodiment;

FIG. 2 depicts a plan view of a foundation of a first exemplary embodiment;

FIG. 3 depicts a cross-sectional view of the foundation of a first exemplary embodiment;

FIG. 4 depicts a plan view of a first exemplary embodiment;

FIG. 5 depicts an overall plan view of the foundation of a first exemplary embodiment;

FIG. 6 depicts a buttress pair for the foundation of a first exemplary embodiment;

FIG. 7 depicts a plan view at ground level of a first exemplary embodiment;

FIG. 8 depicts a plan view at a first height of a first exemplary embodiment;

FIG. 9 depicts a plan view at a second height of a first exemplary embodiment;

FIG. 10 depicts a plan view at a third height of a first exemplary embodiment;

FIG. 11 depicts a plan view at a fourth height of a first exemplary embodiment;

FIG. 12 depicts a plan view at a fifth height of a first exemplary embodiment;

FIG. 13 depicts a plan view at a sixth height of a first exemplary embodiment;

FIG. 14 depicts a plan view at a seventh height of a first exemplary embodiment;

FIG. 15 depicts a perspective view of a second exemplary embodiment;

FIG. 16 depicts a cross-sectional view of a second exemplary embodiment;

FIG. 17 depicts a plan view of a foundation of a second exemplary embodiment;

FIG. 18 depicts a cross-sectional view of a foundation of a second exemplary embodiment;

FIG. 19 depicts a longitudinal element of a second exemplary embodiment;

FIG. 20 depicts a longitudinal element of a second exemplary embodiment;

FIG. 21 depicts a plan view at a first height of a second exemplary embodiment;

FIGS. 22A-B depict elements of a second exemplary embodiment;

FIGS. 23A-B depict elements of a second exemplary embodiment;

FIG. 24 depicts an element of a second exemplary embodiment;

FIG. 25 depicts an element of a second exemplary embodiment;

FIG. 26 depicts the assembly of an element of a second exemplary embodiment;

FIG. 27 depicts the assembly of an element of a second exemplary embodiment;

FIGS. 28-30 depict side, front, and perspective views of a platform lift system of an exemplary embodiment;

FIGS. 31A-C depict a cross-section of a platform lift system of an exemplary embodiment at three different levels;

FIGS. 32A-B depict cross-sections of a first and second embodiment of a connection between two transition cross-section elements;

FIGS. 33-34 depict details of the connection between two transition elements for a first and a second embodiment;

FIG. 35 depicts a plan view of a second exemplary embodiment;

FIG. 36 depicts a perspective view of a quadrant of an exemplary embodiment with post-tensioning strands;

FIGS. 37 and 38 depict details of a first and second variant of the connection between two transition elements;

FIG. 39 depicts a perspective view of a third embodiment;

FIG. 40 depicts the cross-section of a transition element for a third embodiment;

FIGS. 41 and 42 depict a perspective view of two transition elements for at third embodiment;

FIG. 43 depicts elements of a first variant of a third embodiment;

FIG. 44 depicts elements of a second variant of a third embodiment;

FIG. 45 depicts a cross-section of a first variant of a third embodiment at a first level;

FIG. 46 depicts a cross-section of a second variant of a third embodiment at a first level;

FIG. 47 depicts a cross-section of a first variant of a third embodiment at a second level;

FIG. 48 depicts a cross-section of a second variant of a third embodiment at a second level;

FIG. 49 depicts a cross-section of a third embodiment at a third level;

FIG. 50 depicts a cross-section of a first variant of a third embodiment at a fourth level;

FIG. 51 depicts a cross-section of a second variant of a third embodiment at a fourth level;

FIG. 52 depicts a cross-section of a first variant of a third embodiment at a fifth level;

FIG. 53 depicts a cross-section of a second variant of a third embodiment at a fifth level;

FIG. 54 depicts a cross-section of a first variant of a third embodiment at a sixth level;

FIG. 55 depicts a cross-section of a second variant of a third embodiment at a sixth level;

FIG. 56 depicts a cross-section of a first variant of a third embodiment at a seventh level;

FIG. 57 depicts a cross-section of a second variant of a third embodiment at a seventh level;

FIG. 58 depicts a cross-section of a first variant of a third embodiment at an eighth level;

FIG. 59 depicts a cross-section of a second variant of a third embodiment at an eighth level;

FIG. 60 depicts a variant for elements of a second exemplary embodiment;

FIG. 61 depicts a side view of as alternative embodiment of a connection between two transition elements;

FIG. 62 depicts a cross-section of a connection between two transition elements a;

FIG. 63 depicts an isometric view of a variant for elements of a second exemplary embodiment;

FIG. 64 depicts a side view of the second exemplary embodiment;

FIG. 65 illustrates an alternative embodiment in which the length of the grout joint (GJ) in FIG. 61 is zero;

FIG. 66 illustrates a close-up view of the joint in FIG. 65 where there is no structural link between elements 27B and 27C;

FIG. 67 is a perspective view of the tower shown in FIG. 65, illustrating that the joints CJ alternate in location from level to level of the tower; and

FIG. 68 shows an alternative embodiment of the tower shown in FIG. 65 where each level is made of three sections.

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS

It is an object and feature of an exemplary embodiment described herein to provide a modular tower which can easily be transported between a manufacturing location and a field location. It is another object of an exemplary embodiment described herein to produce a scalable tower structure which reduces the time required to assemble tower structure in the field.

In an exemplary embodiment of the present location, a tower may be assembled from several modules. An advantage of this exemplary embodiment may be the ability to increase the maximum size of a tower base and accordingly to increase the lower height. Another advantage of this exemplary embodiment may be the ability to transport elements which fit on a standard truck or train platform, and to assemble those elements on the field.

These and other objects, advantages, and features of the exemplary tower described herein will be apparent to one skilled in the art from a consideration of this specification, including the attached drawings.

In an exemplary embodiment of the present invention, a tower has a height between 90 and 160 meters. This tower supports a device such as a wind powered generator (0).

In the embodiment shown in FIGS. 1 and 2, the tower includes a foundation with a field poured base slab (1), precast components (3) and stiffeners (2). The tower includes at least one longitudinal section in which the elements have a similar cross-sectional geometry. In another exemplary embodiment, the tower includes at least two longitudinal sections with different cross-sectional geometries. Some of the longitudinal sections may include pairs of elements assembled to form a longitudinal pair, such that a first portion of the first element is higher than a second portion of the second element. It is an advantage of this embodiment that the amount of circumferential post-tensioning used can be reduced. Other longitudinal sections may include a single, unitary element.

In another embodiment, the structural elements of the tower are shells with an inner wall, an outer wall, and at least one cavity between the inner and the outer wall. In an exemplary embodiment, the structural elements of the tower are filled, with no cavities between an inner wall and an outer wall.

In the exemplary embodiment shown in FIG. 3, the tower longitudinal integrity is maintained by using post tensioning (PT) cables (4), which for each longitudinal section connect the foundation to the top of the longitudinal section, where each cable or strand is capped, and go through each element of the longitudinal section. Post-tensioning cables or strands are located within an inner bore of the tower structural components, but external to the tower structural components, and can accordingly be easily installed and inspected. In an exemplary embodiment, a tensile force is applied to the post-tensioning strands and sustained by the anchors anchoring the strands, thereby stabilizing the tower structure by generating a circumferential compressive force on the tower elements. In exemplary embodiments, a lower longitudinal section is traversed by a larger number of strands than an upper longitudinal section, since a portion of strands is capped off at the top of the lower longitudinal section, and accordingly do not traverse the upper longitudinal section. A percentage of strands goes through both lower and upper longitudinal sections, and is capped off at the top of the upper longitudinal section. At the top of the uppermost longitudinal section of the tower, all strands are capped off. At each level where strands are capped off, there are capped off strands at at least two radial locations relative to the tower axis. In exemplary embodiments, the number of strands capped off and the number of strands carried through at each PT level depends on economic considerations and structural considerations. A larger amount of strands increases the cost of the tower, while for higher levels less strands are required, and too many strands can lead to structural damage.

Referring to FIG. 1, a first exemplary embodiment of the tower is shown with the foundation base slab (1), precast foundation components (3) and buttresses (7) which support the tower mast. A door (6), located on ground level, enables access to the inside of the tower mast. In the embodiment of FIG. 1, six post tensioning levels may be referenced throughout the tower mast, PT1-PT6. In exemplary embodiments, the tower includes between four and seven PT levels.

In the embodiment of FIG. 1, buttresses (7) are used to reinforce the tower base below ground level, and include at least one surface which matches the shape of the tower longitudinal elements. Buttresses (7) include internal reinforcements such as rebar, and are cast in place.

In the embodiment of FIG. 1, the heights H1-6 of levels PT1-6 are measured from the ground level (GL).

In this embodiment, the height H1 of the PT1 level is preferably 32 meters, the height H2 of the PT2 level is preferably 47 meters, the height H3 of the PT3 level is preferably 60 meters, the height H4 of the PT4 level is preferably 72 meters, the height H5 of the PT5 level is preferably 85 meters, and the height H6 of the PT6 level is preferably 98 meters.

In other exemplary embodiments, the height H1 of the PT1 level is between 15 and 40 meters, the height H2 of the PT2 level is between 32 and 50 meters, the height H3 of the PT3 level is between 44 and 70meters, the height H4 of the PT4 level is between 57 and 80 meters, the height H5 of the PT5 level is between 69 and 95 meters, and the height H6 of the PT6 level is between 82 and 110 meters. In alternate exemplary embodiments, the heights H1-6 can be expressed relative to the total height of the tower, with H6 being 100% of the tower height. In exemplary embodiments H1 is between 15 and 38%, H2 is between 38 and 47%, H3 is between 47 and 65%, H4 is between 65 and 75%, and H5 is between 75 and 85% of the total height H6. In exemplary embodiments, the distance between the H1-6 platform levels is constrained by a height of an access lift system used to build up the tower. In exemplary embodiments, the number of platforms used results from a trade-off between simplicity, with few platforms requiring less operations, and structural requirements, capping off strands at multiple locations along the tower height. In these embodiments, the number of PT strands required to meet the tower structural requirements decreases with height, and having too many strands in the higher portions of the tower can facilitate long term fatigue failure. In exemplary embodiments, to avoid fatigue failure of the tower the total number of strands used at the tower base depends on the tower height and the expected load from the wind turbine. The wind turbine load on the tower depends in part on the wind turbine classification in terms of size and capacity.

Referring to FIG. 2, a top view of a first exemplary embodiment of the tower foundation is shown, where the foundation base slab (1) is square with side length a0, with corner chamfers of width b1, and where the precast foundation elements (3) form a cruciform structure of width b1 with arms aligned along the base slab diagonals, where the length of the arms is c1. Foundation stiffeners (2) are located between perpendicular foundation components, as shown in FIG. 2. In this embodiment, the width b1 is preferably 4.8 meters, the arm length c1 is preferably 9.5 meters, and the side length a0 is preferably 20.5 meters. In other exemplary embodiments, the width b1 can be between 4 and 5 meter, the arm length c1 can be between 9 and 10 meters, and the side length a0 can be between 5 and 25 meters. An alternative embodiment of the tower foundation is shown in FIG. 17 and described below, which can be used interchangeably with the exemplary foundation shown in FIG. 2.

Referring to FIG. 3, a cross-section or a first exemplary embodiment of the tower is shown for the foundation. The base slab (1) which is field poured supports precast foundation elements (3), and buttresses (7) reinforce the precast foundation elements. In this embodiment, longitudinal elements may be cast in another location and transported for assembly on the field. It is therefore an advantage of this exemplary embodiment that the amount of field casting is reduced. As indicated in FIG. 3, single strand anchors, also known as PT cables or strands (4) are anchored to the precast foundation elements at a location (5), and run up through the precast foundation. These PT strands are located along the inner wall of the longitudinal tower elements.

In the embodiment shown in FIG. 3, the base slab has a thickness h1 which is preferably 0.5 meters, the precast foundation elements have an overall width d1 preferably 6.3 meters, with a first width e1 preferably 1 meter, a second width f1 preferably 1.3 meters, and a height g1 of preferably 3 meters. In other exemplary embodiments, the base slab thickness h1 is between 0.4 and 0.6 meters, the overall width d1 is between 5 and 7 meters, the first width e1 is between 0.5 and 1.5 meters, the second width f1 is between 1 and 1.5 meters, and the height g1 is between 2.5 and 3.5 meters.

Referring to FIG. 4, a top view of an exemplary embodiment of the tower at the foundation level shows the core (3) of the field poured base precast foundation elements, with the footprint of a first longitudinal tower element (E0), that has a square cross-section with outer width i1 preferably 4.8 meters, inner width j1 preferably 4.3 meters, and chamfered corners with dimension m1 preferably 0.3 meters. The tower element (E0) cross-section is smaller than the base precast foundation element cross-section. In addition, two types of buttresses are shown, with four buttresses (9) having a 90 degree shape and bracing each foundation corner, with a brace of each buttress (9) extending parallel to a side of the base. Four buttresses (8) of width l1 preferably 1.3 meters, are used in conjunction with buttresses (9) and provide support, perpendicular to the extended brace of corresponding buttresses (9). Buttresses (8) do not directly abut the base slab, but connections (13) between buttresses (8) and (9) with a width k1 preferably 1 meter, are provided by field pour.

Referring to FIG. 6, a detailed view of a pair of buttresses including one buttress (8) with length O1 preferably 9 meters, and one buttress (9) with length p1 preferably 5.3 meters, are located on a corner of base slab (3), with the field pour (13) joining both buttresses. Splice bars consolidate the field poured base slab and are used between the field pour connection (13) and buttresses (8) to strengthen the connection between buttresses.

In other exemplary embodiments, the outer width i1 is between 4 and 5.5 meters, the inner width j1 is between 4 and 5 meters, the width l1 is between 1 and 1.5 meters, the width k1 is between 0.5 and 1.5 meters, the chamfer dimension m1 is between 0.2 and 0.5 meters, the buttress (9) length p1 is between 4 and 6 meters, the buttress (8) length O1 is between 8 and 10 meters, and the chamfer dimension m1 is between 0.2 and 0.5 meters.

Referring to FIG. 4, the interior of the first longitudinal tower element (E0) shows multiple PT strands (4) located in each quadrant (4 a-b), with the number of PT strands in each quadrant the same. In each quadrant the PT strands are distributed along two adjacent sides of the longitudinal tower element and along the corner chamfer between the two adjacent sides of the longitudinal tower element.

Referring to FIG. 5, a top view of a first exemplary embodiment of the tower shows the entire foundation as in FIG. 4, which includes eight buttresses and the regular octagonal turn-up slab (12) with characteristic dimension n1, preferably 21 meters, and a thickness between 0.5 and 1 meters. In other exemplary embodiments, the octagon dimension n1 is between 19 and 22 meters.

Referring to FIG. 7, a top view of a first exemplary embodiment of the tower shows a plan view of the tower cross-section at ground level, with the longitudinal element (E0) shown, together with PT strand groups 4 a-4 c. In addition, the tower power unit (15) for powering a service lift is shown, as well as a ladder access (14). In the embodiment of FIG. 7, reinforcements such as rebar are used within the elements. Referring to FIG. 35, a cross-section of the tower shows the presence of continuous rebars Cr within the tower walls. In an exemplary embodiment, 12 rebars are evenly spaced around the tower periphery.

Referring to FIGS. 8 and 9, a top view of a first exemplary embodiment of the tower shows a plan view of the tower cross-section at two elevations above that shown in FIG. 7, where a circular platform (17) with diameter v1, preferably 3.7 meters, is located at the level of door (6). This platform supports ladder access (14) and the service-lift platform. In further embodiments, the platform diameter v1 is between 3 and 4 meters.

Referring to FIG. 10, a top view of a first exemplary embodiment of the tower shows a plan view of the tower cross-section at an elevation above that shown in FIGS. 8 and 9. The longitudinal tower element (E1) includes an inner wall (18) with diameter r1, preferably 3.1 meters, and an outer wall (20) with diameter P1, preferably 3.8 meters, with a ledge drop-off (19) with diameter q1, preferably 4.5 meters, equidistant from the inner and outer walls. In further embodiments, the diameter P1 is between 3 and 5 meters, the diameter q1 is between 4 and 5 meters, and the diameter r1 is between 3 and 4 meters.

As shown in the exemplary embodiment of FIG. 10, PT strand groups 4 a-d, which extend from the foundation anchor points (5), are distributed in a multi-row circular pattern between an inner wall (18) and the ledge drop-off (19), with each strand quadrant spanning an angle θ1, preferably 52.25 degrees, and an angle θ2 between strand quadrants, preferably 37.75 degrees. In the embodiment of FIG. 10, three concentric rows of PT strands are anchored in the foundation. The outermost row of strands is at a distance t1 from ledge (19), with t1 preferably 0.1 meters. In each quadrant, a portion of the PT strands (4A-D) are capped off. Referring to FIG. 1, a portion of the PT strands in each quadrant is capped off at each level PT1 through PT6, such that at the PT6 level, all PT strands have been capped off. In an exemplary embodiment, tensioning and the slope of the tower allow the PT strand geometrical distribution to transition between longitudinal tower elements with different cross-sectional geometries.

In other exemplary embodiments, the spacing t1 is between 0.05 and 0.2 meters, the angle θ1 is between 50 and 55 degrees, and the angle θ2 is between 35 and 40 degrees.

Referring to FIG. 11, a top view of a first exemplary embodiment of the tower shows a plan view of the tower cross-section at an elevation above that of FIG. 10, with a geometry similar to that shown in FIG. 10, but with reduced dimensions, as the tower narrows towards the top. In addition, the total number of PT strands present in the FIG. 11 cross-section is lower than the number of PT strands at a lower level cross-section, and the proportion of capped PT strands is higher. In this embodiment P2 is preferably 3.6 meters, q2 preferably 4.2 meters, and r2 preferably 3.1 meters. In other exemplary embodiments, diameter P2 is between 3 and 5 meters, diameter q2 is between 4 and 5 meters, and diameter r2 is between 3 and 4 meters.

Referring to FIG. 12, a top view of a first exemplary embodiment of the tower shows a plan view of the tower cross-section at an elevation above that of FIG. 11, with a similar geometry as that shown in FIG. 11, but with reduced dimensions, as the tower narrows towards the top. In addition, the total number of PT strands present in this cross-section is lower than the number of PT strands at a lower level cross-section, and the proportion of capped PT strands is higher. In this embodiment P3 is preferably 3.4 meters, q3 preferably 4 meters, and r3 preferably 2.9 meters. In other exemplary embodiments, diameter P3 is between 3 and 5 meters, diameter q3 is between 3.5 and 4.5 meters, and diameter r3 is between 2.5 and 3.5 meters.

Referring to FIG. 13, a top view of a first exemplary embodiment of the tower shows a plan view of the tower cross-section at an elevation above that of FIG. 12, with a similar geometry to that of FIG. 12, but with reduced dimensions, as the tower narrows towards the top. In addition, the total number of PT strands present in this cross-section is lower than the number of PT strands at a lower level cross-section, and the proportion of capped PT strands is higher. In this embodiment P4 is preferably 3.2 meters, q4 preferably 3.7 meters, and r4 preferably 2.7 meters. In other exemplary embodiments, diameter P4 is between 3 and 4 meters, diameter q4 is between 3 and 5 meters, and diameter r4 is between 2 and 3 meters.

Referring to FIG. 14, a top view of a first exemplary embodiment of the tower shows a plan view of the tower cross-section at an elevation above that of FIG. 13. The cross-section indicates that all PT strands are capped off on a steel plate (23) protruding from the inner cylindrical steel section, and located between an inner concrete wall (21) and outer concrete wall (22).

In this embodiment P5 is preferably 2.3 meters, q5 preferably 3.5 meters, and r5 preferably 2.5 meters. In other exemplary embodiments, diameter P5 is between 2 and 3 meters, diameter q5 is between 3 and 4 meters, and diameter r5 is between 2 and 3 meters.

In the embodiment shown in FIG. 1, 240 PT strands are anchored to the tower foundation. Of these 240 PT strands, 48 strands are capped off at the PT1 level. At the PT2 level, 32 of the remaining 192 PT strands are capped off. At the PT3 level, 32 of the remaining 160 PT strands are capped off. At the PT4 level, 16 of the remaining 128 PT strands are capped off. At the PT5 level, 16 of the remaining 112 PT strands are capped off. All of the remaining 96 PT strands are capped off at the PT6 level.

In another exemplary embodiment, 224 PT strands are anchored to the tower foundation. At the PT1 level, 32 of the 224 PT strands are capped off. At the PT2 level, 32 of the remaining 192 PT strands are capped off. At the PT3 level, 32 of the remaining 160 PT strands are capped off. At the PT4 level, 16 of the remaining 128 PT strands are capped off. At the PT5 level, 16 of the remaining 112 PT strands are capped off. All of the remaining 96 PT strands are capped off at the PT6 level.

In yet another exemplary embodiment, 192 PT strands are anchored to the foundation, with 32 of the 192 PT strands capped off at the PT2 level, 32 of the remaining 160 PT strands capped off at the PT3 level, 32 of the remaining 128 PT strands capped off at the PT4 level, 16 of the remaining 112 PT strands capped off at the PT5 level, and the remaining 96 PT strands capped off at the PT6 level.

In a third exemplary embodiment, the tower includes 6 PT levels, and N1 strands are anchored at the foundation. At the lowest PT level, PT1, 20% of the N1 strands are capped off. At PT2, between 6 and 7% of the N1 strands are capped off. At PT3, 13% of the N1 strands are capped off. At PT4, 13% of the N1 strands are capped off. At PT5, between 6 and 7% of strands are capped off. At the highest PT level, PT6, 40% of the N1 strands are capped off.

In other exemplary embodiments, 100% of the total number of strands N are anchored at the foundation, between 5 and 25% of strands N are capped off at the lowest PT level, between 35 and 45% of strands N are capped off at the highest PT level, and between 10 and 25% of strands N are capped off at each PT level other than the lowest or highest PT level.

In the exemplary embodiment shown in FIG. 15, the tower includes a first longitudinal section with cruciform cross-section elements, a second longitudinal section with transition cruciform cross-section elements, a third longitudinal section with transition, cross-section elements, and a fourth longitudinal section with circular cross-section elements.

Referring to FIG. 16, which is apian view of the exemplary embodiment of the tower foundation as shown in FIG. 15, a foundation base slab (1) is below and supports precast foundation components (3) with a precast core (3 a) and precast wings (3 b), and six height levels which may be referenced throughout the tower mast as PT1-PT6.

Referring to FIG. 17, a plan view of a second exemplary embodiment of the tower foundation is shown, where the foundation base slab (1) is square with a side a2, preferably 24 meters, with rounded corners, and where the precast foundation elements (3) form a cruciform structure of width b2, preferably 4.8 meters, with arm length c2, preferably 9.5 meters, and each arm parallel to the base slab sides. In a second exemplary embodiment, curvilinear foundation stiffeners (2) are located between perpendicular foundation components. In further exemplary embodiments, the side a2 is between 20 and 30 meters, the width b2 is between 4 and 5 meters, and the arm length c2 is between 9 and 10 meters.

Referring to FIG. 18, a cross-section of a second exemplary embodiment of the tower is shown for the foundation. The base slab (1) of height h2, preferably 0.3 meters, which is field poured, supports precast core foundation elements (3 a) with a width d2, preferably 5.3 meters, and a height g2, preferably 2.5 meters, with precast wing foundation elements (3 b) spanning a width D2, preferably 11 meters. In further exemplary embodiments, the height h2 is between 0.1 and 0.5 meters, the width d2 is between 5 and 6 meters, the height g2 is between 2 and 3 meters, and the width D2 is between 9 and 12 meters.

In the exemplary embodiment shown in FIG. 18, single strands are anchored in the precast core foundation and run adjacent to the interior surface of boxed core walls (24). In other exemplary embodiments, PT strands are anchored in the precast wings foundation and run up along the inner surface of out-rigger walls (25).

Referring to FIG. 19, a plan of the cruciform cross-section elements in a second exemplary embodiment of the tower is shown at ground level. A cruciform cross-section element comprises a first element (26A) and a second element (26B), each with a U-shape and an inter-locking notched section (NS) which allows the assembly of cruciform cross-section elements (26A-B) in a pair which forms a cruciform cross-section footprint element pair. FIG. 26 shows a perspective view of the assembly of elements 26A and 26B to form the cruciform footprint element pairs.

Referring to FIG. 60, in an exemplary embodiment each element (26A, 26B) of a cruciform cross-section can be composed of two identical pieces, 26 bb and 26 cc, which can be made from the same mold prior to assembly. This variant advantageously reduces the number of molds necessary to build the tower assembly, with only a single mold required for each level. This variant also permits the construction of a taller tower with a larger footprint as a result of dividing each element (26A-B) into two pieces with an increase in size.

As shown in the exemplary embodiment of FIG. 19, the U-shape of elements 26A-B includes two right trapezoidal prisms on opposite sides of a rectangular parallelepiped which form the notched section. The rectangular parallelepiped of element 26A is adjacent to a shorter base of the trapezoidal prisms, and the rectangular parallelepiped of element 26B is adjacent to a longer base of the trapezoidal prisms. Each element 26A and 26B has a width j2, preferably 4.8 meters, and a length i2, preferably 11 meters, and each combination of elements 26A-B has a height of 3 meters. In an exemplary embodiment the height of each element pair 26A-B is constrained by shipping and handling capabilities, such as the dimensions of a truck bed, or train platform. In other exemplary embodiments, the width i2 is between 9 and 12 meters, and the width j2 is between 4 and 6 meters.

Referring to FIG. 19, each element 26A or 26B includes a central notched section NS with a height HA2, flanked on opposite sides by elements FS1 and FS2, which have a height HA1, and include a vertical wall adjacent to the notched section, and oblique walls opposite the notched sections, creating a first length of the element on one side LA1, and a second length of element 26A or B on another side LA2. In an exemplary embodiment, dimensions LA1 and LA2 are determined by the overall tower height and the corresponding tower wall slope, which can vary for example between 0 and 6 degrees.

In one embodiment, elements 26A-B can be used to form up to 50 meters of the tower. In another embodiment, elements 26A-B can be used to form up to a third of the overall tower height. Each pair of elements (26A-B) is epoxied along the walls of the inner rectangular cross-section, which are superposed with precast core elements (3 a). In addition, each element 26A is epoxied to an upper level adjacent element 26A along its outermost edges (25) which are superposed with precast foundation wings (3 b). Each element 26B is epoxied to an upper level adjacent element 26B along the element outermost edges (25) which are superposed with precast foundation wings (3 b).

Referring to FIG. 20, a plan view of a transition cruciform cross-section element in a second exemplary embodiment of the tower is shown at a height greater than the height of the cruciform cross-section element in FIG. 19. A transition cruciform cross-section element comprises a first element (27B) and a second element (27C), each of which comprises three panels, a first panel (27C-a) with a U-shaped cross-section in a transverse plane and rectangular cross-section in a longitudinal plane, and two opposite panels (27C-b and 27C-c) with an L-shaped profile in both the longitudinal and transverse planes. FIG. 27 shows a perspective view of the assembly of elements 27B and 27C to form a square with a pair 27B-C. The width of the U-shaped cross-section l2 is preferably 3.37 meters, and the width k2 of an assembled pair of elements 27B-C is preferably 5.7 meters. In other exemplary embodiments, the width k2 is between 5 and 6 meters, and the width l2 is between 3 and 4 meters. In the embodiment shown in FIG. 20, the L-shaped profile in the longitudinal plane includes a stepped surface (28) with step width (sw) between 10 and 30% of L2 at a distance HC2 from one of the edges of the element, which has a length HC1, as shown in FIG. 20. In an exemplary embodiment HC2 is between 35 to 70% of HC1, with HC1 ranging between 2 and 4 meters. Both elements 27B and 27C have the same length HC1, such that in the longitudinal direction, a pair of elements 27B-C is level. In the embodiment of FIG. 20, the ratio of the lengths HC2/HC3 is preferably 1, and the height HC2 of 27B in the longitudinal direction is equal to the height HC2 of the 27C. In alternative embodiments the ratio HC2/HC3 may be between 0.3 and 3. As shown in FIG. 20, the outermost surfaces of the panels have a thickness T1, and the inner most surfaces of the panels have a thickness T2, where T1 and T2 range between 100 and 400 mm. As shown in the exemplary embodiment of FIG. 20, elements 27B and 27C are assembled by mating the L-shaped profiles along the horizontal contact surface (28).

As shown in FIG. 27, the L-shaped profile of a first transition cruciform cross-section element (27B) can be interlocked with an L-shaped profile of a second transition cruciform cross-section element (27C) which allows the assembly of elements (27B-C) in a pair which forms a transition cruciform cross-section segment. Each pair of elements (27B-C) is epoxied along the horizontal wall of the L-shaped faces, but in this embodiment no epoxy is required for the vertical joint between elements 27B and 27C. Pairs of elements 27B-C form longitudinal elements, which are superposed, while rotating the location of the L-shaped contact region between 27B and 27C by 90 degrees for each pair. One advantage of this exemplary embodiment is the ability to maintain the structural integrity of the structure. PT strands are located in each quadrant.

Referring to FIG. 63, in an exemplary variant, elements 29B and 29C, which have a function similar to elements 27B and 27C, have an alternate shape. FIG. 62 shows an isometric view of elements 29B and 29C, as shown in FIG. 63. In the embodiment of FIG. 63, the heights HC1-29, HC2-29, HC3-29, and HC4-29, are preferably defined by the following ratios: HC2-29/HC1-29 is 0.25, HC3-29/HC1-29 is 0.25, and HC4-29/HC1-29 is 0.5, with HC1-29 preferably 3.5 m. In other exemplary embodiments HC2-29/HC1-29 is between 0.2 and 0.35, HC3-29/HC1-29 is between 0.2 and 0.35, and HC4-29/HC1-29 is between 0.3 and 0.6, with HC1-29 preferably between 2 and 5 meters. In the embodiment shown in FIG. 63, the widths WC3-29, WC2-29, and WC1-29 are preferably defined by the following ratios: WC1-29/WC3-29 is 0.25, and WC2-29/WC3-29 is 1, with WC3-29 being 4 meters and with WC1-29 being 1 meter. In other exemplary embodiments, WC1-29/WC3-29 is between 0.1 and 1, and WC2-29/WC3-29 is between 0.8 and 1.2, with WC3-29 between 3 and 6.5 meters and WC1-29 between 0.5 and 3 meters. In another embodiment the combined length of WC3-29 and WC2-29 is 8 meter. In other exemplary embodiments, the combined length of WC3-29 and WC2-29 is between 6 and 13 meters.

In an alternative embodiment, elements 26 bb and 26 cc, shown in FIG. 60 have a cross-section similar to that shown in FIG. 63. Similarly, in an alternative embodiment, elements 26A and 26B, shown in FIG. 26, have a cross-section similar to that shown in FIG. 63.

In the embodiment shown in FIGS. 62 and 63, vertical joints between elements 29B and 29C are caulk joints, whereas horizontal joints between elements 29B and 29C are grout joints.

As shown in FIG. 32A, elements 27B and 27C are assembled and held securely in place by rebar strands Sr, which splice the elements 27B and 27C together. In the embodiment shown in FIG. 32A, 4 spliced rebars are used to connect elements 27B and 27C. In other exemplary embodiments, between 2 and 8 spiked rebars are used. As indicated in the embodiment of FIG. 32A, continuous rebar Cr with a constant diameter is used within the tower walls, and coupled at each height interface. In other exemplary embodiments, the diameter of the rebar varies along the tower height. Between 2 and 4 continuous rebars Cr can be used on each tower face. In the embodiment shown in FIG. 32A, 4 continuous rebars are used for each tower face. In an alternate embodiment, 4 continuous rebars are used for the tower, with each rebar located at a tower corner.

FIG. 33 depicts the rebar strands Sr connecting elements 27B and 27C in greater detail. In the embodiment of FIG. 33, the vertical joints present between elements 27B and 27C are sealed with a non-structural caulk for water proofing, while the horizontal joints present between elements 27B and 27C are epoxied or grouted to ensure transfer of normal and shear forces between the elements.

In the embodiment shown in FIG. 32B, elements 27B and 27C are spliced by two rebars to form a unit, with these rebars Sr continuing over the entire tower height. The two spliced rebars are also spliced at each tower level. In the embodiment of FIG. 32B, the spliced rebars are covered by a corrugated sleeve Cs, with a diameter 1.5 to 2.5 times larger than the diameter of the spliced rebars. As shown in FIG. 32B, full height continuous rebars Cr are also present in the tower walls, as discussed above. FIG. 34 depicts two spliced rebars SR connecting elements 27B and 27C, as well as the corrugated sleeves, which are grouted after the tower assembly to provide additional structural support.

Referring to FIGS. 37 and 38, additional variants of the connection between elements 27B and 27C are shown. In the exemplary embodiment of FIG. 37, a shear-keyed surface (SK) is used for both elements 27B and 27C, such that the shear keyed surface of elements 27B and 27C are aligned with each other. In the exemplary embodiment of FIG. 38, a shear-keyed surface is used for both elements 27B and 27C, yielding a reversed shear-keyed surface (RSK), between elements 27B and 27C.

Referring to FIG. 61, epoxy joints (EJ) are used to attach pairs of elements (27B-C) which form different levels of the tower. In this exemplary embodiment, the vertical joints (CJ) between elements 27B and 27C are caulk joints, while the horizontal joint (GJ) between elements 27B and 27C is a grout joint.

In the embodiment shown in FIG. 65, tower 200 includes multiple levels, namely levels 210, 220, 230, 240, 250, and 260. In this embodiment, each of the levels includes two elements, elements 27B and 27C. However, in contrast to the embodiment shown in FIG. 61, elements 27B and 27C include vertical edges that face each other, and no structural connection is made between the facing edges of elements 27B and 27C. This means that the only possible connection is a non-structural caulk joint that makes the tower waterproof. The caulk joint cannot bear any tension, compression, or shear forces between elements 27B and 27C. Thus, no structural load can be transferred directly between first and second elements 27B and 27C.

FIG. 66 shows a close-up view of level 250 of FIG. 65. Level 250 may be connected to levels 240 and 260 by epoxy joints (EJ) and by rebars 242, 252, and 262. The rebars may extend the entire height of the tower 200, and may be coupled or spliced together at each level interface by connection elements such as elements 254 and 264. Thus, the rebars 242, 252, and 262, the connection elements 254 and 264, and the epoxy joints EJ are structural connections between the levels in that they bear tension, compression, or shear forces between the levels.

As also shown in FIG. 66, there may be a gap between elements 27B and 27C which may be filled with the caulk joint CJ. In other embodiments, tower 200 does not include any caulk joints CJ between elements 27B and 27C, leaving open any gap between elements 27B and 27C.

FIG. 67 is a perspective view of levels 240, 250, and 260 of tower 200. FIG. 67 shows that the caulk joints CJ are alternated in location from level to level. Thus, every other level will have a caulk joint CJ located thereon, and the opposite levels will have a solid face of an element 27B or 27C. In the embodiment shown in FIG. 67, the caulk joints CJ for levels 240 and 260 are located in line with each other, while the caulk joints CJ for level 250 are located at a position rotated 90° around an axis of the tower from the caulk joints CJ for levels 240 and 260.

FIG. 67 also shows that the rebars extend through the solid faces of the elements 27B and 27C so that they can connect to the corresponding rebars on either side of the caulk joints CJ above and below a solid face. Further, corner rebars 280 may extend through each of the corners of elements 27B and 27C such that corner rebars 280 can be coupled or spliced together through the corners of the tower 200 across multiple or all levels of the tower. Each of the sets of corner rebars 282 may be coupled or spliced together as discussed with respect to FIG. 66.

FIG. 68 shows an alternative embodiment of the tower 200 shown in FIG. 65, where the caulk joints CJ are alternated in a different manner. In the embodiment shown in FIG. 68, tower 300 includes levels 320, 330, 340, and 350, each of which are made up of three sections 310. The sections 310 are connected to levels above and below using epoxy joints EJ. However, the sections 310 within a single level are not connected to each other, or are connected by non-structural caulk joints CJ as described above. Further, the location of the caulk joints within each level is staggered such that the caulk joints in every third level are located over/under one another. In this regard, each level may be made up of any number of sections, and the joints between sections may be staggered in any desired pattern, and these modification are all within the scope of the invention.

Structural connections between joints are required to be certified, which is both costly and time consuming. Structural connections must be able to withstand compression, tension and shear loads, with a minimum factor of safety. In an exemplary embodiment, the number of areas which need to be certified is advantageously minimized. The epoxy and grouted joints are structurally fastened together, but the vertical caulked joints have no structural connection between elements. This system is also economic since it allows pre-fabrication of the tower without the need for structural connection of vertical joints which is quite difficult. Both the epoxy and grouted joints are pre-compressed by application of the tower post-tensioning system. The caulked joints could be offset from the vertical by as much as 8 degrees. By being vertical or near vertical the caulked joints are substantially parallel to the main internal force flow in the tower structure, and accordingly have no significant impact on the tower performance. The caulked joints could be arranged in the repeated pattern shown or in any number of alternative patterns. In an alternative embodiment, each face could have vertical caulked joints, with each joint location offset from that of joints on another level, such that vertical joints do not align at the epoxy joint location between levels.

In further embodiments, connections between tower structural elements include grooves filled with filler material. The filler material used is thixotropic, such that it takes a finite time to attain equilibrium viscosity in the event of a step change in shear rate.

In another exemplary embodiment, a longitudinal section of the tower includes at least three elements, such that a first portion of a first element is higher than a second portion of a second element, a first portion of a second element is higher than a second portion of a third element, and a first portion of a third element is higher than a second portion of a first element.

Referring to FIG. 21, a plan view of the tower is shown at a height greater than that of FIG. 20. The longitudinal tower element includes an inner wall (18) with diameter m2 and an outer wall (20) with diameter n2. PT strand groups 4 a-d, which extend from the foundation anchor points (5) are present along the inner surface of the inner wall (18). Each PT strand quadrant spans an angle θ1, with an angle θ2 between strand quadrants. In the embodiment shown in FIG. 21, four concentric rows of PT strands are anchored in the foundation. In addition, referring to FIG. 16, a portion of the PT strands in each quadrant is capped off at each level PT1 through PT6, such that at the PT6 level, all PT strands have been capped off. In this exemplary embodiment, the number and location of strands being capped off at each level is identical in each strand quadrant. Referring to FIG. 36, a perspective view of a quadrant of a tower segment is shown with post-tensioning strands (4) connecting two tower elements, with a portion (4 a) of the PT cables going through the tower elements, and a portion (4A) of the PT cables capped off above the lower tower element. The presence of continuous rebar (Cr) between PT cable groupings is also shown in FIG. 36.

FIG. 24 shows a perspective view of a transition element (28). In the exemplary embodiment shown in FIGS. 15-16, several transition elements are used to connect square cross-section elements to circular cross-section elements. Accordingly, each transition element (28) has an upper and lower cross-sectional profiles which differ from each other. The transition element abutting a square cross-section element has a square lower cross-section, while the transition element abutting a circular cross-section element has a circular upper cross-section. Transition elements located between the transition element abutting a square cross-section and the transition element abutting a circular cross-section have upper and lower cross-sectional profiles which are neither exactly square, nor exactly circular. The closer a transition element is to a circular cross-section element, the more circular its cross-section profiles are. The closer a transition element is to a square cross-section element, the squarer its cross-section profiles are.

In other exemplary embodiments, the tower includes at least one first longitudinal section with square cross-sectional elements, at least one second longitudinal section with transition elements having a changing cross-section between square and circular, and at least one third longitudinal section with tubular cross-section elements.

In the embodiment exemplified in FIGS. 28-30, a service lift platform can be used to help with the construction of the tower. The service lift platform includes a retractable outrigger (31), an intermediate platform (32), and an upper platform (33). Referring to FIGS. 28-30, the folding elevating system (34) with a maximum extended height HH vertically connects the outrigger (31) to the rotating intermediate platform (32). A vertical mast (35) with height hh is connected to the rotating intermediate platform (32), and supports an upper rotating platform (33). Referring to FIGS. 31A-C, the lift system is shown at a lower level with the visible outrigger (31) in FIG. 31A, the intermediate platform (32) and mast (35) at a higher level in FIG. 31B, and the upper platform (33), with dimensions cc and dd at an upper level in FIG. 31C. In an exemplary embodiment, during construction, the rectangular service lift platform is positioned on a platform (17) and gradually extended to its maximum height while the tower is assembled. A circular PT platform with a rectangular slot larger than the dimensions of the lift system base is then positioned to cover the existing tower elements, and the lift system is hoisted by a crane through the opening in the PT platform, before being positioned on this next PT platform. The lift system is rotated such that its base is not coaxial with the platform rectangular slot, allowing it to rest on the PT platform. The lift system can then be used its a similar fashion to help construct the tower to a next higher PT level. This process can be repeated after each PT tower level has been constructed, with the lift system being used, a PT platform being put in place as a lid, and the lift system lifted through an opening in that PT platform, then rotated to securely rest on the PT platform and help build the next level.

In the embodiment shown in FIG. 7, a ladder (14) provides access to an upper level. The service lift platform is located at a radius which is smaller than the radius at which the post-tensioning (PT) strands are located. In alternative embodiments, the ladder is present along the entire length of the tower, providing access to all levels.

In the embodiment shown in FIGS. 28-30, the vertical mast (35) height hh is preferably 3.6 meters. In exemplary embodiments, the mast (35) height hh is between 3 and 4 meters, and the maximum extended height HH of the folding system (34) is between 6 and 8 meters.

FIG. 39 depicts a third exemplary tower embodiment, comprising cruciform elements, transition elements, and circular elements. Referring to FIG. 40, a cross-section of a transition element (57) is shown. FIGS. 41 and 42 depict a pair of transition elements (57C-D). The cruciform elements of the third exemplary tower embodiment are similar to the cruciform elements of the second exemplary tower embodiment.

Similarly to FIG. 19, FIGS. 43 and 44 depict a plan view of the cruciform cross-section elements at ground level. FIG. 43 depicts a first variant of a PT strand distribution, with the strands located in four symmetrical groupings inside the inner cross-section of the cruciform assembly. FIG. 44 depicts a second variant of a PT strand distribution, with the strands located in four symmetrical groupings along the edges of the outer perimeter of the cruciform assembly.

A cruciform cross-section element comprises a first element (57A) and a second element (57B), each with a U-shape and an inter-locking notched section which allows the assembly of cruciform cross-section elements (57A-B) in a pair which forms a cruciform cross-section footprint element pair.

As shown in the exemplary embodiment of FIGS. 43 and 44, the U-shape of elements 57A-B includes two right trapezoidal prisms on opposite sides of a rectangular parallelepiped which form the notched section. The rectangular parallelepiped of element 57A is adjacent to a shorter base of the trapezoidal prisms, and the rectangular parallelepiped of element 57B is adjacent to a longer base of the trapezoidal prisms. Each element 57A and 57B has a width j52, preferably 4.8 meters, and a length i52, preferably 11 meters, and each combination of elements 57A-B has a height (HA51) of 3 meters. In an exemplary embodiment the height of each element pair 57A-B is constrained by shipping and handling capabilities, such as the dimensions of a truck bed, or train platform. In other exemplary embodiments, the width i52 is between 9 and 12 meters, and the width j52 is between 4 and 6 meters.

Referring to FIGS. 43 and 44, each element 57A or 57B includes a central notched section with a height HA52, flanked on opposite sides by elements FS51 and FS52, which have a height HA51, and include a vertical wall adjacent to the notched section, and oblique walls opposite the notched sections, creating a first length of the element on one side LA51, and a second length of element 57A or B on another side LA52. In an exemplary embodiment, dimensions LA51 and LA52 are determined by the overall tower height and the corresponding tower wall slope, which can vary for example between 0 and 6 degrees. In an exemplary embodiment, the length LA52 is 10 meters. In other exemplary embodiments, the length LA52 is between 8 and 12 meters.

In one embodiment, elements 57A-B can be used to form up to 50 meters of the tower. In another embodiment, elements 57A-B can be used to form up to a third of the overall tower height. Each pair of elements (57A-B) is epoxied along the walls of the inner rectangular cross-section, which are superposed with precast core elements (3 a). In addition, each element 57A is epoxied to an upper level adjacent element 57A along its outermost edges which are superposed with precast foundation wings (3 b), over a width (ep0). Each element 57B is epoxied to an upper level adjacent element 57B along the element outermost edges (55) which are superposed with precast foundation wings (3 b). In an exemplary embodiment, the width ep0 is 0.75 meters. In other exemplars embodiments, the width ep0 is between 0.5 and 1 meter.

Referring to FIG. 45, a cross-section of a first variant of a third embodiment at a first level is shown, which displays a lower cruciform section and an upper octagonal section. The lower cruciform section has an inner width (j53) and an outer width (i53), with a difference (k53), and a half-diagonal dimension (l53). The octagonal section provides thickened corners which provide closure by overlapping the corners of the lower cruciform sections. In this exemplary variant, mild reinforcing bars are shown at the corners, as well as the center of the flat faces, connecting transition elements as well as providing continuous reinforcement throughout the tower. Connections between the transition elements forming the upper octagonal section above can be seen with groups of 6 rebars on each principal side of the octagonal section. In the variant shown in FIG. 45, the PT strands are grouped inside the inner cross-section of the cruciform assembly. Alternatively, in the variant shown in FIG. 46, the PT strands are distributed. In the outer portion of the cruciform assembly, along each principal side of the octagonal section. In an exemplary embodiment, the width j53 is 4.8 meters, and the width i53 is 6.7 meters. In other exemplary embodiments, the width j53 is between 3 and 6 meters, and the width i53 is between 5 and 8 meters.

In the exemplary embodiment shown in FIG. 47, a cross-section of a first variant of a third embodiment at a second level displays an octagonal cross-section with inner width (k54), outer width (l54), and intermediate width (i54), such that the width of the inner compartment in which the PT strands are located is (t54), and the width of the outer compartment in which the rebars are located is (j54). In an exemplary embodiment, the width j54 is 4.1 meters, the width k54 is 3.5 meters, and the width i54 is 4.8 meters. In other exemplary embodiments, the width j54 is between 3 and 6 meters, the width k54 is between 3 and 4 meters, and the width i54 is between 4 and 7 meters. In the variant shown in FIG. 47, the PT strands are distributed symmetrically in four corners of the octagonal cross-section, and there are two connecting zones with 3 rebars each, located on opposite main sides of the octagonal cross-section.

In the variant shown in FIG. 48, the cross-section has an inner width (k55), and the PT strands are distributed within the first compartment with width (t55) symmetrically along the main edges of the octagonal cross-section, and there are two connecting zones with 3 rebars each, located in the second compartment with width (l55) on opposite minor sides of the octagonal cross-section.

In the exemplary embodiment shown in FIG. 49, a cross-section of a third embodiment at a third level is circular, with an inner diameter (k56) of a first compartment with thickness (t56), and an outer diameter (i56) and an intermediate diameter (j56) defining a second compartment with thickness (l56). In this exemplary variant, the PT strands are distributed symmetrically in four groupings within the first compartment. In an exemplary embodiment, the distance j56 is 4.1 meters, the distance k56 is 3.5 meters, and the distance i56 is 4.8 meters. In other exemplary embodiments, the distance j56 is between 3 and 6 meters, the distance k56 is between 3 and 4 meters, and the distance i56 is between 4 and 7 meters.

Referring to FIG. 50, a cross-section of a first variant of a third embodiment is shown at a fourth level. The cross-section is octagonal in shape, with inner width (k57), outer width (j57), and intermediate width (i57), such that the width of the inner compartment in which the PT strands are located is (t57), and the width of the outer compartment in which the rebars are located is (l57). The shape of the octagonal cross-section is further defined by dimensions (p57) and (n57) for the minor sides of the cross-section. In an exemplary embodiment, the width j57 is 3.9 meters, the width k57 is 3.25 meters, and the width i57 is 4.6 meters. The lengths m57 and n57 are 2.5 meters and 1 meter respectively, and p57 is 1.4 meters. In other exemplary embodiments, the width j57 is between 3 and 5 meters, the width k57 is between 3 and 4 meters, and the width i57 is between 4 and 7 meters. The lengths m57 and n57 are between 2.25 and 2.75 meters and between 0.5 and 1.5 meters respectively, and p57 is between 1.2 and 1.6 meters. In this variant, two groupings of three rebars are located opposite each other and along the main sides of the cross-section, of length (m57).

Referring to FIG. 51 a cross-section of a third embodiment at a third level is circular, with an inner diameter (k58) of a first compartment with thickness (t58), and an outer diameter (i58) and an intermediate diameter (j58) defining a second compartment with thickness (l58). In this exemplary variant, the PT strands are distributed symmetrically in four groupings within the first compartment. In an exemplary embodiment, the distance j58 is 3.9 meters, the distance k58 is 3.25 meters, and the distance i58 is 4.6 meters. In other exemplary embodiments, the distance j58 is between 3 and 5 meters, the distance k58 is between 2.5 and 3.5 meters, and the distance i58 is between 4 and 5.5 meters.

In the exemplary embodiment of FIG. 52, a cross-section of a first variant of a third embodiment is shown at a fifth level. The cross-section is octagonal in shape, with inner width (k59), outer width (j59) and intermediate width (i59), such that the width of the inner compartment in which the PT strands are located is (t59), and the width of the outer compartment in which the rebars are located is (l59). The shape of the octagonal cross-section is further defined by dimensions (p59) and (n59) for the minor sides of the cross-section. In an exemplary embodiment, the width j59 is 3.7 meters, the width k59 is 3.0 meters, and the width i59 is 4.3 meters. The lengths m59 and n59 are 2.3 meters and 1 meter respectively, and p59 is 1.4 meters. In other exemplary embodiments, the width j59 is between 3 and 5 meters, the width k59 is between 2.5 and 3.5 meters, and the width i59 is between 3.5 and 5.5 meters. The lengths m59 and n59 are between 2.25 and 2.75 meters and between 0.5 and 1.5 meters respectively, and p59 is between 1.2 and 1.6 meters. In this variant, two groupings of two rebars are located opposite each other and along the main sides of the cross-section, of length (m59).

Referring to the exemplary embodiment shown in FIG. 53, a cross-section of a second variant of a third embodiment at a fifth level is circular. The inner diameter (k60) of a first compartment has a thickness (t60), and an outer diameter (i60), with an intermediate diameter (j60) defining a second compartment with thickness (l60). In this exemplary variant, the PT strands are distributed symmetrically in four groupings within the first compartment.

In an exemplary embodiment, the distance j60 is 3.7 meters, the distance k60 is 3.0 meters, and the distance i60 is 4.3 meters. In other exemplary embodiments, the distance j60 is between 3 and 5 meters, the distance k60 is between 2.5 and 3.5 meters, and the distance i60 is between 4 and 5 meters.

As shown in the exemplary embodiment of FIG. 54, a cross-section of a first variant of a third embodiment at a sixth level is octagonal in shape, with inner width (k61), outer width (j61), and intermediate width (i61), such that the width of the inner compartment in which the PT strands are located is (t61), and the width of the outer compartment in which the rebars are located is (l61). In this variant, two groupings of three rebars are located opposite each other and along the main sides of the cross-section, of length (m61). The shape of the octagonal cross-section is further defined by dimensions (p61) and (n61) for the minor sides of the cross-section.

In an exemplary embodiment, the width j61 is 3.5 meters, the width k61 is 3.0 meters, and the width i61 is 4.0 meters. The lengths m61 and n61 are 2.0 meters and 1 meter respectively, and p61 is 1.4 meters. In other exemplary embodiments, the width j61 is between 3 and 4 meters, the width k61 is between 2.5 and 3.5 meters, and the width i61 is between 3.5 and 4.5 meters. The lengths m61 and n61 are between 1.5 and 2.5 meters and between 0.5 and 1.5 meters respectively, and p61 is between 1.2 and 1.6 meters.

FIG. 55 depicts a cross-section of a second variant of a third embodiment at a sixth level which is circular, with an inner diameter (k62) of a first compartment with thickness (t62), and an outer diameter (i62) and an intermediate diameter (j62) defining a second compartment with thickness (l62). In this exemplary variant, the PT strands are distributed symmetrically in four groupings within the first compartment. In this variant, two groupings of two rebars are located opposite each other and along the main sides of the cross-section, of length (m62). In an exemplary embodiment, the distance j62 is 3.5 meters, the distance k62 is 3.0 meters, and the distance i62 is 4.0 meters. In other exemplary embodiments, the distance j62 is between 3 and 4 meters, the distance k62 is between 2.5 and 3.5 meters, and the distance i62 is between 3.5 and 4.5 meters.

As depicted in the exemplary embodiment of FIG. 56, a cross-section of a first variant of a third embodiment at a seventh level is octagonal. The cross-section has an inner width (k63), outer width (j63), and intermediate width (i63), such that the width of the inner compartment in which the PT strands are located is (t63), and the width of the outer compartment in which the rebars are located is (l63). In this variant, two groupings of two rebars are located opposite each other and along the main sides of the cross-section, of length (m63). The shape of the octagonal cross-section is further defined by dimensions (p63) and (n63) for the minor sides of the cross-section. In an exemplary embodiment the width j63 is 3.2 meters, the width k63 is 2.8 meters, and the width i63 is 3.8 meters. The lengths m63 and n63 are 1.7 meters and 1 meter respectively. In other exemplary embodiments, the width j63 is between 2.5 and 4 meters, the width k63 is between 2 and 3.5 meters, and the width i63 is between 3 and 4.5 meters. The lengths m63 and n63 are between 1.5 and 2.0 meters and between 0.5 and 1.5 meters respectively.

Referring to the exemplary embodiment shown in FIG. 57, a cross-section of a second variant of a third embodiment at a seventh level is circular. An inner diameter (k64) of a first compartment has a thickness (t64), and an outer diameter (i64) and an intermediate diameter (j64) define a second compartment with thickness (l64). In this exemplary variant, the PT strands are distributed symmetrically in four groupings within the first compartment. In an exemplary embodiment, the distance j64 is 3.3 meters, the distance k64 is 2.8 meters, and the distance i64 is 3.8 meters. In other exemplary embodiments, the distance j64 is between 3 and 4 meters, the distance k64 is between 2.5 and 3.5 meters, and the distance i64 is between 3.5 and 4.5 meters.

FIG. 58 depicts a first variant of a cross-section of a third embodiment at an eighth level, with all PT strands capped off. Similarly to FIG. 14, the cross-section indicates that all PT strands are capped off on a steel plate (23 o) protruding from the inner cylindrical steel section, and located between an inner concrete wall (21 o) with an octagonal cross-section and an outer concrete wall (22 o) with an octagonal cross-section. The cross-section has an inner width (k65), outer width (j65), and intermediate width (i65), such that the width of the inner compartment in which the PT strands are located is (t65), and the width of the outer compartment in which the rebars are located is (l65). In this variant, the main sides of the cross-section have a length (m65). The shape of the octagonal cross-section is further defined by dimensions (p65) and (n65) for the length of the minor sides. In an exemplary embodiment, the width j65 is 2.5 meters, the width k65 is 2.3 meters, and the width i65 is 3.5 meters. The lengths m65 and n65 are 1.5 meters and 1 meter respectively, and p65 is 1.5 meters. In other exemplary embodiments, the width j65 is between 2 and 3 meters, the width k65 is between 2 and 3 meters, and the width i65 is between 3 and 4 meters. The lengths m65 and n65 are between 1 and 2 meters and between 0.5 and 1.5 meters respectively, and p65 is between 1.2 and 1.6 meters.

Referring to the exemplary embodiment shown in FIG. 59, a cross-section of a second variant of a third embodiment at an eighth level is circular. Similarly to FIG. 14, the cross-section indicates that all PT strands are capped off on a steel plate (23 c) protruding from the inner cylindrical steel section, and located between an inner concrete wall (21 c) and outer concrete wall (22 c). An inner diameter (k66) of a first compartment has a thickness (t66), with an outer diameter (i66) and an intermediate diameter (j66) defining a second compartment with thickness (l66). In this exemplary variant, the PT strands are distributed symmetrically in four groupings on the plate (23). In an exemplary embodiment, the distance j66 is 2.5 meters, the distance k66 is 2.3 meters, and the distance i66 is 3.5 meters. In other exemplary embodiments, the distance j66 is between 2 and 3 meters, the distance k66 is between 2 and 2.75 meters, and the distance i66 is between 3 and 4 meters.

Because many possible embodiments may be made of the invention without departing from the scope thereof, it is to be understood that all matter herein set forth or shown in the accompanying drawings is to be interpreted as illustrative and not in a limiting sense. 

1. A tower comprising: a first block including a first end and including concrete; and a second block including concrete and assembled with the first block at a same height as the first block, the second block including a second end facing the first end of the first block, wherein the first block and the second block are included in the assembly such that there is a gap between the second end of the second block facing the first end of the first block and there is no structural connection between the second end of the second block facing the first end of the first block such that substantially no loads are transferred between the second end of the second block facing the first end of the first block, the gap extending an entire vertical distance from a top of the first block and the second block to a bottom of the first block and the second block, the gap including all of a volume between entire vertical facing sides of the first block and the second block such that there is no structural member in the gap that transfers loads between the second end of the second block facing the first end of the first block.
 2. The tower according to claim 1, wherein the first end of the first block and the second end of the second block are connected by a caulk joint within the gap that substantially does not transfer any structural load between the first block and the second block.
 3. The tower according to claim 1, wherein a top of the first block and a top of the second block are both structurally connected to an upper level of the tower, and a bottom of the first block and a bottom of the second block are both structurally connected to a lower level of the tower.
 4. The tower according to claim 3, wherein a first rebar of the first block is structurally connected to the upper level and the lower level of the tower, and a second rebar of the second block is structurally connected to the upper level and the lower level of the tower.
 5. The tower according to claim 1, wherein the first block and the second block together form a level of the tower having four substantially vertical sides.
 6. The tower according to claim 1, wherein the first block and the second block are connected to levels above and below the first block and the second block with joints that carry both shear and axial loads.
 7. The tower according to claim 1, wherein the first block and the second block are both precast concrete blocks, and both the first block and the second block are connected to levels above and below the first block and the second block using rebars.
 8. A tower comprising: a plurality of levels, each level including, a first block including a first end and including concrete; and a second block including concrete and assembled with the first block at a same height as the first block, the second block including a second end facing the first end of the first block, wherein the first block and the second block are included in a level such that there is a gap between the second end of the second block facing the first end of the first block and there is no structural connection between the second end of the second block facing the first end of the first block such that substantially no loads are transferred between the second end of the second block facing the first end of the first block, the gap extending an entire vertical distance from a top of the first block and the second block to a bottom of the first block and the second block, the gap including all of a volume between entire vertical facing sides of the first block and the second block such that there is no structural member in the gap that transfers loads between the second end of the second block facing the first end of the first block.
 9. The tower according to claim 8, wherein each first end of each first block and each second end of each second block are connected by a caulk joint within the gap that substantially does not transfer any structural load between each first block and each second block.
 10. The tower according to claim 8, wherein a top of each first block and a top of each second block are both structurally connected to an upper level of the tower, and a bottom of each first block and a bottom of each second block are both structurally connected to a lower level of the tower.
 11. The tower according to claim 10, wherein a first rebar of each first block is structurally connected to the upper level and the lower level of the tower, and a second rebar of each second block is structurally connected to the upper level and the lower level of the tower.
 12. The tower according to claim 8, wherein the tower includes at least two levels and a first end of the first block on a first level is not located above the first end of a first block on a second level.
 13. The tower according to claim 12, wherein the first end of the first block on the first level is located at a position rotated 90° around an axis of the tower from a position above the first end of the first block on the second level.
 14. The tower according to claim 8, wherein the first block and the second block are connected to levels above and below the first block and the second block with joints that carry both shear and axial loads.
 15. The tower according to claim 8, wherein the first block and the second block are both precast concrete blocks, and both the first block and the second block are connected to levels above and below the first block and the second block using rebars.
 16. The tower according to claim 8, wherein the first block and the second block together form a level of the tower having four substantially vertical sides. 